1998, 11-23 Permit App: 98011938 ResidenceProject Number: 98011938 Inv: 1 Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Proiect Information:
.................
Permit Use: RESIDENCE/ATTACHED GARAGE - FORCED
AIR GAS
Setbacks: Front 30 Left: / Right: Rear: 20+
5
Date: 11/23/98 Page 1 of 3
Site Information:
Plat Key: 003865 Name: RIDGEMONT ESTATES NO. 3
Contact: CARNEY EXCAVATION & D
Address: 2150 N SAGE RD
C - S - Z RITZVILLE WA 99169
Phone: (509) 659-4202
District: F
Parcel Number: 45252.3302 L-
SiteAddress: 16106 E RENZ DR Owner: Name:
VERADALE, WA USA 9903 Address:
Location:: VER
Zoning: UR 3.5 Urban Residential 3.5
Water District:
Area: 14,651 Sq Ft Width: 0
Nbr of Bldgs: 0 Nbr of Dwellings: 0
Review Information:
Department
BUILDING
Depth: 0
BARKLEY, SCOTT & LISA
16106 E RENZ DR
VERADALE WA 99037
Hold: 0
Right Of Way (ft): 0
Comments:
MIMING
Comments:
INFER
Comments:
UT1LMES
Comments:
Permits:
Review
Site Plan Review
Plan Review
Approach / Drainage // l a3 jqe PAM 917
Sewer Review
Project Number: 98011938 Inv: 1
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Date: 11/23/98 Page 2 of 3
Contractor: CARNEY EXCAVATION & DEV IN
Address: 2150 N SAGE RD
RITZVILLE, WA 99169
Building Characteristics
Building Permit
Firm: CARNEY EXCAVATION & DEV IN
Phone: (509) 659-4202
Const Category: New
Nbr Of Dwellings: 1 Occupant Load:
Bldg W x D: 66 x 32 Building Sq Ft:
Req Parking: 0 Handicap Parking:
Description Gtr Tile Notes
2ND FLOOR R-3 VN
BASEMENT U R-3 VN
DECK R-3 VN
GARAGE U-1 VN
RESIDENCE R-3 VN
Item Description
RESIDENTIAL VALUATION
STATE SURCHARGE
RESIDENTIAL SURCHARGE
0 Building Height: 24 Stories: 2
3078 Sprinklers: 0
0 Critical Materials: 0
This Application: Total Project:
So Ft Valuation So Ft Valuation
1,038 864,356.00 1,038 864,356.00
1,020 811,791.20 1,020 811,791.20
192 81,413.12 192 51,413.12
834 810,008.00 834 810,008.00
1,020 863,240.00 1,020 863,240.00
Totals: 4,104 8150,808.32 4,104 8150,808.32
Units Unit Desc
1 Y OR BLANK
1 Y OR BLANK
1 Y OR BLANK
Fee Amount
81,150.00
54.50
8253.00
Permit Total Fees: 81,407.50
Mechanical Permit
Contractor: CARNEY EXCAVATION & DEV IN
Address: 2150 N SAGE RD
RITZVILLE, WA 99169
Item Description
GAS WATER HEATER
GAS APPLIANCE<=100,000BTU
GAS PIPING
AIR CONDmONER:4-15 TONS
VENTILATING FANS
GAS LOG OR GAS INSERT
Firm: CARNEY EXCAVATION & DEV IN
Phone: (509) 659-4202
Units Unit Desc
1 NUMBER OF
1 NUMBER OF
3 # OF UNITS
1 NUMBER OF
5 NUMBER OF
1 NUMBER OF
Fee Amount
810.00
812.00
83.00
820.00
850.00
810.00
Permit Total Fees: 8105.00
Project Number: 98011938 Inv: 1
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Date: 11/23/98 Page 3 of 3
Plumbing Permit
Contractor: CARNEY EXCAVATION & DEV IN
Address: 2150 N SAGE RD
RITZVILLE, WA 99169
Item Description
TOILETS/BIDETS
SINKS
SHOWERS
TUBS
DISH WASHERS
GARBAGE DISPOSAL
CLOTHES WASHER
FLOOR DRAINS
CROSS CONNECTION DEVICES
WATER USING DEVICES
Payment Summarv:
Operator: RMB
Permit Type
Building Permit
Mechanical Permit
Plumbing Permit
Notes:
nits
4
6
1
3
1
1
1
1
1
2
Printed By: RMB
Firm: CARNEY EXCAVATION & DEV IN
Phone:
Unit Desc
NUMBER OF
NUMBER OF
NUMBER OF
NUMBER OF
NUMBER OF
NUMBER OF
NUMBER OF
NUMBER OF
NUMBER OF
NUMBER OF
Permit Total Fees:
(509) 659-4202
Fee Amount
824.00
836.00
86.00
818.00
86.00
86.00
86.00
$6.00
86.00
812.00
8126.00
Print Date: 11/23/98
Fee Amount Invoice Amount
81,407.50 81,407.50
8105.00 8105.00
8126.00 8126.00
81,638.50 81,638.50
Amount Paid
80.00
$0.00
80.00
80.00
Amount Owing
81,407.50
8105.00
8126.00
81,638.50
OK TO ISSUE SEWER PERMITS PER BILLY 5/17/95 CKF
13r-,
ZONE (,r.
ROAD WIDTH C� C
FRONT__._ _,FLANKING_
COMMENT
REVIEWED
SS
N
DEPARTMENT OF BUILDING AND PLANNING
JAMES L. MANSON, C.B.O., DIRECTOR
Carney Excavation and Development Inc.
2150 N. Sage Road
Ritzville WA. 99169
RE: 16106 East Renz Dr.
Dear Mr. Dale Carney
A DIVISION OF THE PUBLIC WORKS DEPARTMENT
DENNIS M. SCOTT, P.E., DIRECTOR
December 15, 1998
This letter is in regards to this departments concerns of the ascending slope that is
behind the proposed residence at the above referenced address. Section 1806.5 of
the 1997 Uniform Building Code addresses the requirements for building adjacent to
slopes. (copy enclosed)
The ascending slope on this lot appears to be at least 1 unit vertical in 3 units
horizontal and may be steeper than 1 vertical to 1 horizontal. The actual slope will
need to be verified by survey to determine where the toe of the slope will be
measured from. I have also enclosed two illustrations to help clarify the code
requirements for the amount of horizontal ground that must exist between the
foundation and the beginning of the slope.
With the amount of excavation and retaining structures that may need to be built into
the side of this hill, this department is requesting that a licensed engineer evaluate
and design the required cuts and retention to satisfy the intent of the code.
Per our discussion and at your risk, the pouring of the footings according to the
existing plans will be the only work allowed on this site until an engineer's report is
submitted to this department for review. If the engineer's findings require additional
footing or foundation work due to the requirements of the site work, the present
footing may be inadequate and may have to be replaced.
If you have any questions regarding this matter, please contact me or Bobby Stone
at 456-3675.
Sincerely,
Kevin Myre, Cods Administrator
cc. Bobby Stone, Area Building Inspector and Frank Paladichuk, Senior Inspector
1026 WEST BROADWAY AVENUE • SPOKANE, WASHINGTON 99260
BUILDING PHONE: (509) 456-3675 • FAX: (509) 456-4703
PLANNING PHONE: (509) 456-2205 • FAX: (509) 456-2243
TDD: (5091 324-3166
1
1
1
1
1804.6 Adjacent Loads. Where footings are placed at varying
elevations, the effect of adjacent Toads shall he included in the
foundation design.
1804.7 Drainage. Provisions shall be made for the control and
drainage of surface water around buildings. (See also Section
1806.5.5.)
SECTION 1805 — ALLOWABLE FOUNDATION AND
LATERAL PRESSURES
The allowable foundation and lateral pressures shall not exceed
the values set forth in Table I8 -I -A unless data to substantiate the
use of higher values arc submitted. Table 18 -I -A may be used for
design of foundations on rock or nonexpansive soil for Type II
One-hour, Type I1 -N and Type V buildings that do not exceed
three stories in height or for structures that have continuous foot-
ings having a Toad of less than 2.000 pounds per lineal foot (29.2
kN/m) and isolated footin,s with Toads of less than 50,000 pounds
(222.4 kN).
Allowable hearing pressures provided in Table 18 -I -A shall be
used with the allowable stress design load combinations specified
in Section 1612.3.
SECTION 1806 — FOOTINGS
1806.1 General. Footings and foundations shall be constructed
of masonry, concrete or treated wood in conformance with Divi-
sion II and shall extend below the frost line. Footings of concrete
and masonry shall be of solid material. Foundations supporting
wood shall extend at least 6 inches (152 mm) above the adjacent
finish grade. Footings shall have a minimum depth as indicated in
Table 18-1-C. unless another depth is recommended by a founda-
tion investigation.
The provisions of this section do not apply to building and foun-
dation systems in those areas subject to scour and water pressure
by wind and wave action. Buildings and foundations subject to
such loads shall be designed in accordance with approved national
standards. See Section 3302 for subsoil preparation and wood
form removal.
1806.2 Footing Design. Except for special provisions of Sec-
tion 1808 covering the design of piles, all portions of footings shall
be designed in accordance with the structural provisions of this
code and shall he designed to minimize differential settlement
when necessary and the effects of expansive soils when present.
Slab -on -grade and mat -type footings for buildings located on
expansive soils may be designed in accordance with the provi-
sions of Division 1II or such other engineering design based on
geotechnical recommendation as approved by the building offi-
cial.
18063 Bearing Walls. Bearing walls shall be supported on ma-
sonry or concrete foundations or piles or other approved founda-
tion system that shall be of sufficient size to support all loads.
Where a design is not provided. the minimum foundation require-
ments for stud tearing walls shall be as set forth in Table 18 -I -C,
unless expansive soils of a severity_ to cause differential move-
ment are known to exist.
EXCEPTIONS: 1..A ,re -stop wood- or metal -frame building not
used for hcian occupancy and not over 400 square feet (37.2 m2) in
floor area mal. he construc:a with walls supported on a wood founda-
tion plate Nen approved rhe building official.
2. The sort of build:-,-. he posts embedded in earth shall be de-
signed as st hied in Scc_:.'o ISt'.5. Wood posts or poles embedded
1-170
1997 UNIFORM BUILDING CODE
in earth shall he pressure treated with an approved presen alive. Steel
posts or poles shall he protected as specified in Section (507.9.
1806.4 Stepped Foundations. Foundations for all buildings
where the surface of the ground slopes more than 1 unit vertical in
10 units horizontal (109 slope) shall be level or shall he stepped so
that both top and bottom of such foundation are level.
1806.5 Footings on or Adjacent to Slopes.
1806.5.1 Scope. The placement of buildings and structures on or
adjacent to slopes steeper than 1 unit vertical in 3 units horizontal
(33.3% slope) shall be in accordance with this section.
1806.5.2 Building clearance from ascending slopes. In gener-
al. buildings below slopes shall be set a sufficient distance from
the slope to provide protection from slope drainage. erosion and
shallow failures. Except as provided for in Section 1806.5.6 and
Figure 18-1-1, the following criteria will be assumed to provide
this protection. Where the existing slope is steeper than 1 unit ver-
tical in 1 unit horizontal (100% slope), the toe of the slope shall be
assumed to be at the intersection of a horizontal plane drawn from
the top of the foundation and a plane drawn tangent to the slope at
an angle of 45 degrees to the horizontal. Where a retaining wall is
constructed at the toe of the slope. the height of the slope shall be
measured from the top of the wall to the top of the slope.
1806.53 Footing setback from descending slope surface.
Footing on or adjacent to slope surfaces shall be founded in firm
material with an embedment and setback from the slope surface
sufficient to provide vertical and lateral support for the footing
without detrimental settlement. Except as provided for in Section
1806.5.6 and Figure 18-1-1, the following setback is deemed ad
quate to meet the criteria. Where the slope is steeper than 1 unit
vertical in 1 unit horizontal (100% slope), the required setback
shall be measured from an imaginary plane 45 degrees to the hori-
zontal, projected upward from the toe of the slope.
1806.5.4 Pools. The setback between pools regulated by this
code and slopes shall be equal to one half the building footing set-
back distance required by this section. That portion of the pool
wall within a horizontal distance of 7 feet (2134 min) from the top
of the slope shall be capable of supporting the water in the pool
without soil support.
1806.5.5 Foundation elevation. On graded sites, the top of any
exterior foundation shall extend above the elevation of the street
gutter at point of discharge or the inlet of an approved drainage de-'
vice a minimum of 12 inches (305 mm) plus 2 percent. The build-
ing official may approve alternate elevations, provided it can be;
demonstrated that required drainage to the point of discharge and.
away from the structure is provided at all locations on the site.
1806.5.6 Alternate setback and clearance. The building offi-
cial may approve alternate setbacks and clearances. The building"
official may require an investigation and recommendation of a'
qualified engineer to demonstrate that the intent of this section has
been satisfied. Such an investigation shall include consideration
of material, height of slope, slope gradient, load intensity and ero-
sion characteristics of slope material.
1806.6 Foundation Plates or Sills. Wood plates or sills shall be
bolted to the foundation or foundation wall. Steel bolts with a
minimum nominal diameter of I/, inch (12.7 mm) shall be used in
Seismic Zones 0 through 3. Steel bolts with a minimum nominal
diameter of inch (16 mm) shall be used in Seismic Zone 4.
Bolts shall be embedded at least 7 inches (178 mm) into the con-
crete or masonry and shall be spaced not more than 6 feet (1829
mm) apart. There shall be a minimum of two bolts per piece with
one bolt located not more than 12 inches (305 mm) or less than
seven bolt diameters from each end of the piece. A properly sized
1 J r f1V1111 VI 1Mr 1 Gll 10
•
///h\\///
1-176
FACE OF
STRUCTURE
TOE OF
SLOPE
TOP OF
SLOPE
H/2 BUT NEED NOT EXCEED 15 FT. (4572 mm) MAX.
FIGURE 18 -1 -1 -SETBACK DIMENSIONS
lout UIYIru,iM OU11-UIPIU LA -WE
4(77FACE OF
FOOTING
• /// W///
H/3 BUT NEED NOT
EXCEED 40 FT.
(12 192 mm) MAX.
H
SEE UBC
FIGURE 18-1-1
TOE OF SLOPE
H
\\" / 45 DEGREES
\\'
ELEVATION OF TOP
OF FOOTING
BUILDINGS ADJACENT TO ASCENDING SLOPE EXCEEDING 1 TO 1
FIGURE 1806-4
TOP OF SLOPE
f
//
SEE UBC FIGURE 18-1-1
45 DEGREES FROM HORIZONTAL
BUILDINGS ADJACENT TO DESCENDING SLOPE EXCEEDING 1 TO 1
FIGURE 1806-5
i
Hahn Engineering, Inc.
Professional Engineers and Land Surveyors
North 8623 Division Street • Suite B
Spokane, Washington 99208
(509) 467-1550
FAX (509) 467-8189
/Po (,' rte'V Z exi VE
July 23, 1999
Mr. Bob Stone
Division of Building and Planning
Spokane County Public Works
1026 W. Broadway Aire_
Spokane, WA 99260-0170
RE: RETAINING WALL DESIGN
(16106 E. RENZ DRIVE)
Dear Bob:
RECEIVED
SPOKANE COUNTY
JUL 2 6 1999
DIVISION OF !3UILDING ANO PLANNING
This letter is in regards to the retaining wall that was constructed by Carney Excavation at
16106 E. Renz Drive. Our firm conducted a field inspection of the constructed wall on July
23, 1999 and has found that the constructed wall has met the intent of the design. Therefore, I
would ask that you accept this letter as my approval of the as -built wall.
If you have any additional comments or questions, please feel free to contact me.
Very truly yours,
HAHN ENGINEERING, INC.
Ran ell G. Hahn, P.E.
President
CC: Kevin Meyer
Carney Excavation
Carney Excavation- Bob Stone Letter/Carneyletter/ 07/23/99
01/25/1999 12:37 5099282458
PAGE 01
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01/25/1999 12:37 5099282458
CARNEY EXCAVATION
KEYSTONE WALL
DESIGN ANALYSIS
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PAGE 03
01/25/1999 12:37 5099282458
KEYSTONE WALL DESIGN ANALYSIS
YMlat 104
The Structural soils for the Keystone wall will be a mixture of imported 5/8 inch minus
crushed gravel and native on-site fill with the following design parameters:
Unit Weight = 120 #/C.FT.
Internal Angle of Friction = 30 Degrees
Load Condition a None
No Hydrostatic Loading
Soil Bearing Capacity m 2,500 PSF
Cohesion = 0
Factors of Safety:
Base Sliding = 1.5
Overturning a 2.0
Geogrid Strength = 1.5
Geogrid Pullout = 1.5
01/25/1999
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12:37
5099282458
PAGE b5
rmwa INK
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WOW a/C4410
TYPICAL 1411 SECTION
WIER
1) SCUM MN MC 70 IMOD" ImoY
JO Al CCIIIIWKW Mb MUMS IOW
NV wi L0011. NO CM 01131102MIL
COIIPVTED RASP COURRF
ILUIIN ENGINEERING
NORM 1(23 d DIVISION
SPOSANS. FA. •uoa
(soy) 40? -ISS(
PtZ (U ) 4Ir-4111
SC,M.E pet DATE
DRAWN rt cut
1/,/1111/1.
PRJ. NAME CARNEY CONSTRUCTION
CHECKED 81'
Rail
APPROVED BY
RAUL
16106 E. RENZ DR.
PAGE 06
01/25/1999 12:37 5099282458
WALL PE
1
SPECIFICATIONS FOR PLACEMENT OF HUESKER GEOGRIDS, KEYSTONE BLOCKS
AND BACKFILL SOILS FOR HUESKER REINFORCED RETAINING WALLS
1.0
1.1
MATERIALS
FILL SOILS
1.1.1 FILL CONTAINING BRUSH, SOD, PEAT, ROOTS OR OTHER ORGANIC,
PERISHABLE OR DELETERIOUS MATTER, INCLUDING, BUT NOT
LIMITED TO SNOW, ICE OR FROZEN SOILS, SHALL BE CONSIDERED
UNSUITABLE MATERIAL AND SHALL BE REPLACED.
1.1.2 SOIL FILL MATERIAL SHALL BE IMPORTED SOILS WITH PARAMETERS
EQUAL TO OR BETTER THAN THOSE STATED IN NOTE 6.1.
1.1.3 MATERIAL PASSING THE NO. 200 SIEVE SHALL NOT HAVE A LIQUID
LIMIT GREATER THAN 30 NOR A PLASTICITY INDEX GREATER THAN 20
UNLESS WRITTEN CONSENT IS OBTAINED FROM THE ENGINEER OF
RECORD PRIOR TO PLACEMENT.
1.1.4 FILTER MATERIAL FOR UNITS AND SUBSURFACE DRAINAGE SHALL BE
GRAVELS OR CRUSHED ROCK WITH LESS THAN 5% FINES.
1.2 GEOGRID REINFORCING SHALL BE HUESKER FORTRAC-35.
1.3 FACING UNITS SHALL BE KEYSTONE COMPAC BLOCK UNITS.
1.3.1 INSTALLATION OF KEYSTONE FACING UNITS SHALL BE INSTALLED
PER MANUFACTURERS RECOMMENDATIONS, KEYSTONE RETAINING
WALL SYSTEMS, INC., MINNEAPOLIS, MINNESOTA.
2.0 CONSTRUCTION MjETHQDS
2.1 ALL CONSTRUCTION SHALL CONFORM TO AASHTO STANDARD
SPECIFICATIONS, AND APPLICABLE LOCAL CITY OR COUNTY
STANDARDS.
2.2 PRIOR TO CONSTRUCTION OF THE KEYSTONEJTENSAR REINFORCED
SOIL RETAINING WALL, THE CONTRACTOR SHALL CLEAR AND GRUB
specskey.doc
PAGE 07
01/25/1999 12:37 5099282458
THE FILL ZONE AREA, REMOVING TOPSOILS, BRUSH, SOD OR OTHER
ORGANIC OR DELETERIOUS MATERIALS. ANY SOFT AREA SHALL BE
OVER -EXCAVATED AND REPLACED PRIOR TO PLACING ADDITIONAL
FILL SOILS.
2.3 FILL SHALL BE PLACED IN HORIZONTAL LIFTS NOT EXCEEDING 8
INCHES IN UNCOMPACTED THICKNESS FOR HEAVY COMPACTION
EQUIPMENT. FOR ZONES WHERE COMPACTION IS ACCOMPLISHED
WITH HAND OPERATED EQUIPMENT, FILL SHALL BE PLACED IN
HORIZONTAL LIFTS NOT EXCEEDING 6 INCHES IN UNCOMPACTED
THICKNESS.
2.4 FILL SHALL BE COMPACTED AS SPECIFIED BY PROJECT
SPECIFICATIONS OR TO A MINIMUM 95% OF THE MAXIMUM DENSITY
DETERMINED IN ACCORDANCE WITH ASTM D-698 (STANDARD
PROCTOR DENSITY), WHICHEVER IS GREATER
2.5 TESTING METHODS AND FREQUENCY, AND VERIFICATION OF
MATERIAL SPECIFICATIONS AND COMPACTION SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR
2.6 CONSTRUCTION SHALL BE PERIODICALLY SUPERVISED BY A
PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF
WASHINGTON.
3.0 GEOGRID PLACEMEN'
3.1 GRID SHALL BE PLACED AT THE LOCATION AND ELEVATIONS SHOWN
ON THE WALL SECTIONS.
3.2 GRID LENGTH SHALL BE AS LISTED FOR EACH RESPECTIVE WALL
SECTION. REINFORCED FILL ZONE LENGTH IS AS MEASURED FROM
THE FRONT FACE OF THE KEYSTONE UNIT FACE.
3.3 GRID SHALL BE ATTACHED FIRMLY BETWEEN THE KEYSTONE BLOCK
SECTIONS OVER THE TWO FIBERGLASS CONNECTING PINS.
3.4 PRIOR TO PLACING FILL, THE GEOGRID MATERIALS SHALL BE PULLED
TIGHT TO REMOVE ANY SLACK IN THE GEOGRIDS AND REMOVE ANY
SLACK AROUND THE CONNECTING PINS.
3.5 FILL MATERIALS SHALL BE PLACED FROM THE BACK FACE OF THE
BLOCK BACK TOWARDS THE FILL TO ENSURE FURTHER TENSIONING
OF THE GEOGRID MATERIALS.
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01/25/1999 12:37 5099282458
PAGE 08
3.6 INSTALLATION OF HUESKER GEOGRID SHALL BE INSTALLED PER _
MANUFACTURERS RECOMMENDATIONS.
4.0 CHANGES TO GEOG JD LAYOUT OR PLACEMENT
4.1 NO CHANGES TO THE GEOGRID LAYOUT, INCLUDING, BUT NOT
LIMITED TO, LENGTH, GEOGRID TYPE, OR ELEVATION, SHALL BE
MADE WITHOUT THE EXPLICIT WRITTEN CONSENT OF HAHN
ENGINEE UNG, INC. THE CONTRACTOR MAY USE LONGER GEOGRID
LENGTHS THAN THE DESIGN SECTIONS REQUIRE FOR EASE OF
CONSTRUCTION.
5.0 DRAINAGE
5.1 BACKFILL SHALL BE GRADED AWAY FROM THE WALL FACE AND
ROLLED AT THE END OF EACH WORKDAY TO PREVENT PONDING OF
WATER ON SURFACE OF THE REINFORCED SOIL MASS.
6.0 DESIGN PARAMEIRS
6.1 DESIGN OF THE REINFORCED SOIL STRUCTURE IS BASED ON THE
FOLLOWING PARAMETERS:
FRICTION COHESION, UNIT
ANGLE. 4 _ WT.
REINFORCED WALL FILL 30 0 120
RETAINED BACKFILL 30 0 120
FOUNDATION SOIL 30 0 120
6.2 INTERNAL STABILITY OF WALLS:
MINIMUM FACTOR OF SAFETY ON GEOGRID STRENGTH = 1.5
MINIMUM FACTOR OF SAFETY ON GEOGRID PULLOUT = 1.5
SOIL GEOGRID INTERACTION COEFFICIENT = 0.9
PERCENT COVERAGE OF GEOGRID = 0.9
specskey.doc
HAUL ci
01/25/1999 12:37 5099282458
6.3 EXTERNAL STABILITY:
MINIMUM FACTOR OF SAFETY AGAINST BASE SLIDING =1.5
MINIMUM FACTOR OF SAFETY AGAINST OVERTURNING = 2.0
6.4 EXTERNAL LOADING:
LOAD CONDITION: NONE
6.5 HYDROSTATIC LOADING: NONE
6.6 REQUIRED BEARING PRESSURE: 1,500 PSF
specskey.doc
01/25/1999 12:37 5099282458
SPECIAL ENGINEER'S NOTES:
PAGE 10
ALL DRAINAGE IS REQUIRED TO BE ROUTED AWAY FROM THE TOP OF THE
WALL SYSTEM.
NO RUNOFF IS ALLOWED TO OVERTOP OR SPILL OVER THE TOP OF WALL.
IRRIGATION APPLICATION IS CRITICAL AND PROPER DESIGN IS REQUIRED.
MINIMUM DESIGN STANDARDS ARE AS FOLLOWS:
APPLICATION RATE SHALL NOT EXCEED THE MAXIMUM
INTAKE RATE OF THE SOIL.
APPLIED VOLUME SHALL NOT EXCEED THE PLANT DAILY
CONSUMPTIVE USE.
THIS DESIGN DOES NOT ALLOW FOR HYDROSTATIC LOADS RESULTING
FROM EXCESSIVE WATER LOADING BEHIND THE WALL SECTION.
IF WET OR SATURATED SOIL CONDITIONS ARE ENCOUNTERED DURING
CONSTRUCTION, THE ENGINEER OF RECORD MUST BE NOTIFIED PRIOR TO
.PROCEEDING WITH FURTHER CONSTRUCTION.
NO ANALYSIS FOR STRUCTURAL IMPACTS TO ADJACENT BUILDINGS OTHER
THAN THE BUILDINGS INFLUENCE ON THE WALL SYSTEM, HAS BEEN
COMPLETED AND IS THE RESPONSIBILITY OF THE OWNER AND OR
ARCHITECT.
NO CHANGES TO THESE PLANS SHALL BE ALLOWED WITHOUT PRIOR
APPROVAL FROM HAHN ENGINEERING, INC.
THESE PLANS ARE SUBJECT TO ALL LOCAL, STATE AND FEDERAL
CODES AND SAFETY STANDARDS.
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01/25/1999 12:37 5099282458
•
PAGE 11
page
of
70CZST0Z Z nsT11INING BALL o>cS2GN
Basad on Rankin.-w/Batter (modified soil interface) Methodology
KeyWall Ver lb, Oct 1, 1117
ReyStone Retaining Wall Systems
Project: CARNEY CONSTRUCTION
Proj. No.: 5614765
Design Parameters
Soil Parameters a nsf _JCI
Reinforced Fill: 30 0 120
Retained Fill: 30 0 120
Foundation Fill: 30 0 120
Reinforce Fill Type: Silts & sands
Unit Fill: Crushed Stone, 1 inch minus
Factors of Safety
Sliding: 1.50 Overturning: 2.00
Pullout: 1.50 Uncertainties 1.50
Connection Peak: 1.50
Date: 1/6/91
By: RGH
Bearing: 2.00
Serviceabili1.00
Reinforcing Parameters: Huesker Geogrids
Tult ,REcr RFd RFid LTDS FS Tal _ -SSW--
For trac-35
cSWFortrac-35 2516 1.17 1.12 1.05 1320 1.50 662 0.10 0.95
Analysis: 6 FT WALL W/ 2 FT EMBEDMENT
Unit Type: COMPAC
Leveling Pad: Crushed Stone
Wall Ht: 6.00 ft embedment: 2.00 ft
BackSlope Geometry: 21.10 deg. slope 20.00 ft high
Surcharge: LL -0 psf uniform surcharge )L -- 0 psf uniform surcharge
Results: Sliding. Overturning Bearing Shear gra
Factors of Safety: 1.55 3.15 6.24 5.40 4.51
Calculated Bearing Pressure: 1263 psf
Eccentricity at baso: 0.22 ft
Reinforcing: (ft a lbs/ft)
Laver Height Lenpth Reinf. 1a1 Maxi= Tconn Lion
3 1.00 7.00 Fortrac-35 363 211 383 s 7.61
2 4.00 7.00 Fortrac-3S 411 375 499 s 7.14
1 2.00 7.00 Fortrac-35 115 407 615 $ FS>10
Reinforcing Quantities (no waste included)( Efficiency= 60% )
Fortrac-35: 2.33 sy/ft
Wall Batter! 7.10 deg.
Keystone Retaining Wall Systems, Inc.
4444 West 76th Street
Minneapolis, MN 55435
01/25/1999 12:37
5099282458
page
of
AZYSTCSIA MAIMING WALL =BIM
Basad on Rankin.-w/Batter (modified soil interface) Methodology
KayWall Ver 1b, Oct 11 1117
KeyStone Retaining Wall Systems
Project: CARNEY CONSTRUCTION
Proj. No.: 76)4785
Design Parameters
Soil Parameters
Reinforced Fill: 30
Retained Fill: 30
Foundation Fill: 30
Reinforce Fill Type= Silts a sands
Unit Fill: Crushed Ston., 1 inch minus
Factors of Safety
Sliding: 1.50
Pullout: 1.50
Connection
Overturning:
Uncertainties:
Peak:
Reinforcing Parameters: Huesker 6eogrids
Tult RFcr RFd ,(Fid LT)S
fortrac-35 2516 1.67 1.32 1.05 1320
120
120
120
2.00
1.50
1.50
Date: 1/6/11
By: RGH
Bearing: 2.00
Serviceabili1.00
FS Tal
1.50 662 0.90 0.15
Analysis: 10 FT WALL W/ 2 FT EMBE)MENT
Unit Type: COMPS(
Leveling Pad: Crushed Stone
Wall Ht: 10.00 ft embedment: 2.00 ft
BackSlope Geometry: 26.60 deg. slope 20.00 ft high
Surcharge: LL -0 psf uniform surcharge )L -- 0 psf uniform surcharge
Results: Sliding pverturning
Factors of Safety: 1.60 3.71
Calculated Bearing Pressure: 1611 psf
Eccentricity at base: 0.26 ft
Reinforcing: (ft 1 lbs/ft)
Laver Haight Lana = R.inf. Tal Tension Tconn Foo
4 6.00 1.00 Fortrac-35 363 211 383 * FS>10
3 6.00 1.00 Fortrac-35 419 37S 499 * FS>10
2 4.00 1.00 Fortrac-35 615 563 615 * FS)10
1 2.00 1.00 fortrac-35 722 667 722 * FS>10
Reinforcing Quantities (no waste included)( Efficiancy■ 70% )
fortrac-35: 4.00 sy/ft
Wall Batter: 7.10 deg.
lamina Shear 9lAdina
7.65 3.66 4.51
Keystone Retaining Wall Systems, Inc.
4444 West 76th Street
Minneapolis, MN 55435
___________
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